# Code-check of anchors (AISC)

The forces in anchors including prying forces are determined by finite element analysis, but the resistances are checked using code provisions of ACI 318-14 - Chapter 17.

Only LFRD is available. Anchor rods are designed according to AISC 360-16 – J9 and ACI 318-14 – Chapter 17. The following resistances of anchor bolts are evaluated:

- Steel strength of anchor in tension
*ϕN*_{sa}, - Concrete breakout strength in tension
*ϕN*_{cbg}, - Concrete pullout strength
*ϕN*_{p}, - Concrete side-face blowout strength
*ϕN*_{sb}, - Steel strength of anchor in shear
*ϕV*_{sa}, - Concrete breakout strength in shear
*ϕV*_{cbg}, - Concrete pryout strength of anchor in shear
*ϕV*_{cp}.

The user must choose the concrete condition (cracked or non-cracked – with no cracks in service condition) and the type of anchors (with or without washer plates).

#### Steel strength of anchor in tension

Steel strength of anchor in tension is determined according to ACI 318-14 – 17.4.1 as

*ϕN*_{sa} = *ϕ A*_{se,N} *f*_{uta}

where:

*ϕ*= 0.7 – strength reduction factor for anchors in tension according to ACI 318-14 – 17.3.3, the factor is editable in Code setup*A*_{se,N}– tensile stress area*f*_{uta}– specified tensile strength of anchor steel and shall not be greater than 1.9*f*_{ya}and 125 ksi

#### Concrete breakout strength

Concrete breakout strength is designed according to the Concrete Capacity Design (CCD) in ACI 318-14 – Chapter 17. In the CCD method, the concrete cone is considered to be formed at an angle of approximately 34° (1 vertical to 1.5 horizontal slope). For simplification, the cone is considered to be square rather than round in plan. The concrete breakout stress in the CCD method is considered to decrease with an increase in size of the breakout surface. Consequently, the increase in strength of the breakout in the CCD method is proportional to the embedment depth to the power of 1.5. Anchors whose concrete cones overlap create a group of anchors which create a common concrete cone. Note that no equivalent ASD solution exists for concrete capacity design.

\[ \phi N_{cbg} = \phi \frac{A_{Nc}}{A_{Nco}} \psi_{ec,N} \psi_{ed,N} \psi_{c,N} \psi_{cp,N} N_b \]

where:

*ϕ*= 0.7 – strength reduction factor for anchors in tension according to ACI 318-14 – 17.3.3, the factor is editable in Code setup*A*_{Nc}– actual concrete breakout cone area for a group of anchors that create a common concrete cone*A*_{Nco}= 9*h*_{ef}^{2}– concrete breakout cone area for single anchor not influenced by edges- \( \psi_{ec,N} = \frac{1}{1+\frac{2 e'_N}{3 h_{ef}}} \) – modification factor for anchor groups loaded eccentrically in tension; in the case where eccentric loading exists about two axes, the modification factor
*Ψ*_{ec,N}is calculated for each axis individually and the product of these factors is used - \( \psi_{ed,N} = \min \left ( 0.7 + \frac{0.3 c_{a,min}}{1.5 h_{ef}}, 1 \right ) \) – modification factor for edge distance
*c*_{a,min}– smallest distance from the anchor to the edge*Ψ*_{c,N}– modification factor for concrete conditions;*Ψ*_{c,N}=1 for cracked concrete,*Ψ*_{c,N}=1.25 for non-cracked concrete*Ψ*_{cp,N}= min (*c*_{a,min}/*c*_{ac},1) – modification factor for splitting for post-installed anchors designed for uncracked concrete without supplementary reinforcement to control splitting;*Ψ*_{cp,N}= 1 for all other cases- \( N_b = k_c \lambda_a \sqrt{f'_c} h_{ef}^{1.5} \) – basic concrete breakout strength of a single anchor in tension in cracked concrete; for cast-in anchors and 11 in. ≤
*h*_{ef}≤ 25 in. \( N_b = 16 \lambda_a \sqrt{f'_c} h_{ef}^{5/3} \) *k*_{c}= 24 for cast-in anchors*h*_{ef}– depth of embedment; according to Chapter 17.4.2.3 in ACI 318-14, the effective embedment depth*h*_{ef}is reduced to \( h_{ef} = \max \left ( \frac{c_{a,max}}{1.5}, \frac{s}{3} \right ) \) if anchors are located less than 1.5*h*_{ef}from three or more edges*s*– spacing between anchors*c*_{a,max}– maximum distance from an anchor to one of the three close edges*λ*_{a}= 1 – modification factor for lightweight concrete*f'*_{c}– concrete compressive strength [psi]

According to ACI 318-14 – 17.4.2.8, in case of headed anchors, the projected surface area *A*_{Nc} is determined from the effective perimeter of the washer plate, which is the lesser value of *d*_{a} + 2 *t*_{wp} or *d*_{wp}, where:

*d*_{a}– anchor diameter*d*_{wp}– washer plate diameter or edge size*t*_{wp}– washer plate thickness

The group of anchors is checked against the sum of tensile forces in anchors loaded in tension and creating a common concrete cone.

The concrete breakout cone area for group of anchors loaded by tension that create common concrete cone, *A*_{c,N}, is shown by red dashed line.

According to ACI 318-14 – 17.4.2.9, where anchor reinforcement is developed in accordance with ACI 318-14 – 25 on both sides of the breakout surface, the anchor reinforcement is presumed to transfer the tension forces, and concrete breakout strength is not evaluated.

#### Concrete pullout strength

Concrete pullout strength of an anchor is defined in ACI 318-14 – 17.4.3 as

*ϕN*_{pn} = *ϕΨ*_{c,P} *N*_{p}

where:

*ϕ*= 0.7 – strength reduction factor for anchors in tension according to ACI 318-14 – 17.3.3, editable in Code setup*Ψ*_{c,P}– modification factor for concrete condition;*Ψ*_{c,P}= 1.0 for cracked concrete,*Ψ*_{c,P}= 1.4 for non-cracked concrete*N*_{P}= 8*A*_{brg}*f'*_{c}for headed anchor*A*_{brg}– bearing area of the head of stud or anchor bolt*f'*_{c}– concrete compressive strength

Concrete pullout strength for other types of anchors than headed is not evaluated in the software and has to be specified by the manufacturer.

#### Concrete side-face blowout strength

Concrete side-face blowout strength of headed anchor in tension is defined in ACI 318-14 – 17.4.4 as

\[ \phi N_{sb} = \phi 160 c_{a1} \sqrt{A_{brg}} \sqrt{f'_c} \]

The concrete side-face blowout strength is multiplied by one of reduction factors:

- \( \frac{1+\frac{c_{a2}}{c_{a1}}}{4} \le 1 \)
- \( \frac{1+\frac{s}{6 c_{a1}}}{2} \le 1 \)

where:

*ϕ*= 0.7 – strength reduction factor for anchors in tension according to ACI 318-14 – 17.3.3, editable in Code setup*c*_{a1}– shorter distance from the centreline of an anchor to an edge*c*_{a2}– longer distance, perpendicular to*c*_{a1}, from the centreline of an anchor to an edge*A*_{brg}– bearing area of the head of stud or anchor bolt*f'*_{c}– concrete compressive strength*h*_{ef}– depth of embedment; according to Chapter 17.4.2.3 in ACI 318-14, the effective embedment depth*h*_{ef}is reduced to \( h_{ef} = \max \left ( \frac{c_{a,max}}{1.5}, \frac{s}{3} \right ) \) if anchors are located less than 1.5*h*_{ef}from three or more edges*s*– spacing between two adjacent anchors near one edge

#### Steel strength in shear

The steel strength in shear is determined according to ACI 318-14 – 17.5.1 as

*ϕV*_{sa} = *ϕ* 0.6 *A*_{se,V} *f*_{uta}

where:

*ϕ*= 0.65 – strength reduction factor for anchors in tension according to ACI 318-14 – 17.3.3, editable in Code setup*A*_{se,V}– tensile stress area*f*_{uta}– specified tensile strength of anchor steel and shall not be greater than 1.9*f*_{ya}and 125 ksi

If mortar joint is selected, steel strength in shear *V*_{sa} is multiplied by 0.8 (ACI 318-14 – 17.5.1.3).

The shear on lever arm, which is present in the case of base plate with oversized holes and washers or plates added to the top of the base plate to transmit the shear force, is not considered.

#### Concrete breakout strength of anchor in shear

The concrete breakout strength of an anchor or anchor group in shear is designed according to ACI 318 14 – 17.5.2.

\[ \phi V_{cbg} = \phi \frac{A_V}{A_{Vo}} \psi_{ec,V} \psi_{ed,V} \psi_{c,V} \psi_{h,V} \psi_{\alpha,V} V_b \]

where:

*ϕ*= 0.65 – strength reduction factor for anchors in shear according to ACI 318-14 – 17.3.3, editable in Code setup*A*_{v}– projected concrete failure area of an anchor or group of anchors*A*_{vo}– projected concrete failure area of one anchor when not limited by corner influences, spacing, or member thickness- \( \psi_{ec,V} = \frac{1}{1+\frac{2 e'_V}{3 c_{a1}}} \) – modification factor for anchor groups loaded eccentrically in shear
- \( \psi_{ed,V} = 0.7 + 0.3 \frac{c_{a2}}{1.5 c_{a1}} \le 1.0 \) – modification factor for edge effect
*Ψ*_{c,V}– modification factor for concrete condition;*Ψ*_{c,V}= 1.0 for cracked concrete,*Ψ*_{c,V}= 1.4 for non-cracked concrete- \( \psi_{h,V} = \sqrt{\frac{1.5 c_{a1}}{h_a}} \ge 1 \) – modification factor for anchors located in a concrete member where
*h*_{a}< 1.5*c*_{a1} - \( \psi_{\alpha ,V} = \sqrt{\frac{1}{(\cos \alpha_V )^2 + (0.5 \sin \alpha_V)^2}} \) – modification factor for anchors loaded at an angle 90° −
*α*_{V}with the concrete edge; in ACI 318-14 – 17.5.2.1 are only discrete values, equation is taken from FIB bulletin 58 – Design of anchorages in concrete (2011) *h*_{a}– height of a failure surface on the concrete side- \( V_b = \min \left ( 7 \left ( \frac{l_e}{d_a} \right )^{0.2} \lambda_a \sqrt{d_a} \sqrt{f'_c} c_{a1}^{1.5}, 9 \lambda_a \sqrt{d_a} \sqrt{f'_c} c_{a1}^{1.5} \right ) \)
*l*_{e}=*h*_{ef}≤ 8*d*_{a}– load-bearing length of the anchor in shear*d*_{a}– anchor diameter*f'*_{c}– concrete compressive strength*c*_{a1}– edge distance in the direction of load; according to Cl. 17.5.2.4, for a narrow member,*c*_{2,max}< 1.5*c*_{1}that is also deemed to be thin,*h*_{a}< 1.5*c*_{1},*c'*_{1}is used in previous equations instead of*c*_{1}; the reduced*c'*_{1}= max (*c*_{2,max}/ 1.5,*h*_{a}/ 1.5,*s*_{c,max}/ 3)*c*_{a2}– edge distance in the direction perpendicular to load*c*_{2,max}– largest edge distance in the direction perpendicular to load*s*_{c,max}– maximum spacing perpendicular to direction of shear, between anchors within a group

If *c*_{a2} ≤ 1.5 *c*_{a1} and *h*_{a} ≤ 1.5 *c*_{a1}, \( c_{a1}= \max \left ( \frac{c_{a2}}{1.5}, \frac{h_a}{1.5}, \frac{s}{3} \right ) \), where *s* is the maximum spacing perpendicular to direction of shear, between anchors within a group.

According to ACI 318-14 – 17-5.2.9, where anchor reinforcement is developed in accordance with ACI 318-14 – 25 on both sides of the breakout surface, the anchor reinforcement is presumed to transfer the shear forces and concrete breakout strength is not evaluated.

#### Concrete pryout strength of anchor in shear

Concrete pryout strength is designed according to ACI 318-14 – 17.5.3.

*ϕV*_{cp} = *ϕk*_{cp} *N*_{cp}

where:

*ϕ*= 0.65 – strength reduction factor for anchors in shear according to ACI 318-14 – 17.3.3, editable in Code setup*k*_{cp}= 1.0 for*h*^{ef}< 2.5 in.,*k*_{cp}= 2.0 for*h*_{ef}≥ 2.5 in*N*_{cp}=*N*_{cb}(concrete breakout strength – all anchors are assumed in tension) in case of cast-in anchors

According to ACI 318-14 – 17.4.2.9, where anchor reinforcement is developed in accordance with ACI 318-14 – 25 on both sides of the breakout surface, the anchor reinforcement is presumed to transfer the tension forces, and concrete breakout strength is not evaluated.

#### Interaction of tensile and shear forces

Interaction of tensile and shear forces is assessed according to ACI 318-14 – R17.6.

\[ \left ( \frac{N_{ua}}{N_n} \right )^{\zeta} + \left ( \frac{V_{ua}}{V_n} \right )^{\zeta} \le 1.0 \]

where:

*N*_{ua}and*V*_{ua}– design forces acting on an anchor*N*_{n}and*V*_{n}– the lowest design strengths determined from all appropriate failure modes*ς*= 5 / 3

#### Anchors with stand-off

The bar element is designed according to AISC 360-16. Interaction of shear force is neglected because the minimum length of the anchor to fit the nut under the base plate ensures that the anchor fails in bending before the shear force reaches half the shear resistance, and the shear interaction is negligible (up to 7 %). Interaction of bending moment and compressive or tensile force is conservatively assumed as linear. Second order effects are not taken into account.

**Shear resistance** (AISC 360-16 – G):

\( V_n = \frac{0.6 A_V F_y}{\Omega_V} \) (ASD)

\( V_n = \phi_V 0.6 A_V F_y \) (LRFD)

*A*_{V}= 0.844 ∙*A*_{s}– the shear area*A*_{s}– bolt area reduced by threads*F*_{y}– bolt yield strength*Ω*_{V}– safety factor, recommended value is 2*ϕ*_{V}– resistance factor, recommended value is 0.75

**Tensile resistance** (AISC 360-16 – D2):

\( P_n = \frac{A_s F_y}{\Omega_t} \) (ASD)

\( P_n = \phi_t A_s F_y \) (LRFD)

*Ω*_{t}– safety factor, recommended value is 2*ϕ*_{t}– resistance factor, recommended value is 0.75

**Compressive resistance** (AISC 360-16 – E3)

\( P_n = \frac{F_{cr} A_s}{\Omega_c} \) (ASD)

\( P_n = \phi_c F_{cr} A_s \) (LRFD)

- \( F_{cr} = 0.658^{\frac{F_y}{F_e}} F_y \) for \( \frac{L_c}{r} \le 4.74 \sqrt{\frac{E}{F_y}} \), \( F_{cr} = 0.877 F_e \) for \( \frac{L_c}{r} > 4.74 \sqrt{\frac{E}{F_y}} \) – critical stress
- \( F_e = \frac{\pi^2 E} {\left ( \frac{L_c}{r} \right) ^2} \) – elastic buckling stress
*L*_{c}= 2 ∙*l*– buckling length*l*– length of the bolt element equal to half the base plate thickness + gap + half the bolt diameter- \( r= \sqrt{\frac{I}{A_s}} \) – radius of gyration of the anchor bolt
- \( I= \frac{\pi d_s^4}{64} \) – moment of inertia of the bolt
*Ω*_{c}– safety factor, recommended value is 2*ϕ*_{c}– resistance factor, recommended value is 0.75

**Bending resistance** (AISC 360-16 – F11):

\( M_n = \frac{Z F_y}{\Omega_b} \le \frac{1.6 S_x F_y}{\Omega_b} \) (ASD)

\( M_n = \phi_b Z F_y \le 1.6 \phi_b S_x F_y \) (ASD)

- \( Z = \frac{d_s^3}{6} \) – plastic section modulus of the bolt
- \( S_x= \frac{2 I}{d_s} \) – elastic section modulus of the bolt
*Ω*_{c}– safety factor, recommended value is 2*ϕ*_{c}– resistance factor, recommended value is 0.75

**Linear interaction:**

\[ \frac{N}{P_n}+\frac{M}{M_n} \le 1 \]

*N*– the tensile (positive) or compressive (negative sign) factored force*P*_{n}– the tensile (positive) or compressive (negative sign) design or allowable strength*M*– the factored bending moment*M*_{n}– the design or allowable bending resistance